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求一篇英语4000字原作? 文献?在很多大学发表一篇英语期刊奖金上万元。
[1] Allen H G and Bulson P SBackground to Bucking London Mcraw-Hill(UK) 1980 [2] D I Keli Lan Yang A Project Management Strategy and I China Machine Press 2002 (The first edition)
SCC formwork pressure: Influence of steel rebars Abstract The formwork pressure exerted by a given Self Compacting Concrete (SCC) depends on its thixotropic behavior, on the casting rate and on the shape of the It can moreover be expected that, in the case of a formwork containing steel rebars, these should also play a In first part, the specific case of a cylindrical formwork containing a single cylindrical steel rebar is In second part, a comparison of the theoretical predictions to the experimental measurements of the pressure drop, after the end of casting SCC, was determined and the proposed model was Finally, an extrapolation is suggested of the proposed method to the case of a rectangular formwork containing a given horizontal section of steel rebars, which could allow the prediction of the formwork pressure during Keywords: Fresh concrete; Rheology; Workability; Formwork presure; Thixotropy Introduction In most of the current building codes or technical recommendations [1], [2], [3] and [4], the main parameters affecting formwork pressure during casting are the density of concrete, the formwork dimensions, the pouring rate of concrete, the temperature, and the type of However, it was recently demonstrated that, in the case of SCC, the thixotropic behaviour of the material played a major role [5] P Billberg, Form pressure generated by self-compacting concrete, Proceedings of the 3rd International RILEM Symposium on Self-compacting Concrete, RILEM PRO33 Reykjavik, Iceland (2003), 271–[5], [6], [7] and [8] It can be noted that this influence is in fact indirectly taken into account in the above empirical technical recommendations via the effect of temperature and type of the binder, which are both strongly linked to the ability of the material to build up a structure at rest [9], [10] and [11] During placing, the material indeed behaves as a fluid but, if is cast slowly enough or if at rest, it builds up an internal structure and has the ability to withstand the load from concrete cast above it without increasing the lateral stress against the It was demonstrated in [7] and [8] that, for a SCC confined in a formwork and only submitted to gravity forces, the lateral stress (also called pressure) at the walls may be less than the hydrostatic pressure as some shear stress τwall is supported by the It was also demonstrated that this shear stress reached the value of the yield stress, which itself increased with time because of Finally, if there is no sliding at the interface between the material and the formwork [8], the yield stress (not less or not more) is fully mobilized at the wall and a fraction of the material weight is supported (vertically) by the The pressure exerted by the material on the walls is then lower than the value of the hydrostatic Based on these results, the model proposed by Ovarlez and Roussel [7] predicts a relative lateral pressure σ′ ( ratio between pressure and hydrostatic pressure) at the bottom of the formwork and at the end of casting equal to: (1)and a pressure drop Δσ′(t) after casting equal to: (2)where H is the height of concrete in the formwork in m, Athix the structuration rate in Pa/s [10], R is the casting rate in m/s, e is the width of the formwork in m, g is gravity, t is the time after the end of casting and ρ is the density of the As it can be seen from the above, the key point for the pressure decrease is that the shear stress on each vertical boundary of the formwork equals the static yield stress of the It can then be expected that, in the case of a formwork containing steel rebars, the stress at the surface of the rebars should also play a It is the objective of this paper to start from the model developed by Ovarlez and Roussel [7] and extend it to the case of reinforced As the steel rebars should have a positive effect on formwork design ( decreasing the formwork pressure), this could allow for a further reduction of the formwork In first part, the specific case of a cylindrical formwork containing a single cylindrical steel rebar is In second part, a comparison of the theoretical predictions to the experimental measurements of the pressure drop, after the end of casting SCC, is determined and the proposed model is Finally, an extrapolation is suggested of the proposed method to the case of a rectangular formwork containing a given horizontal section of steel rebars, which could allow the prediction of the formwork pressure during Influence of a vertical steel bar on the pressure decrease inside a cylindrical formwork In this paper, SCC is considered as a yield stress material (in first step, thixotropy is neglected), and, for stresses below the yield stress, SCC behaves as an elastic material [7] In the following, cylindrical coordinates are used with r in the radius direction; the vertical direction z is oriented downwards (see F 1) The top surface (upper limit of the formwork) is the plane z = 0; the formwork walls are at r = R The bottom of the formwork is located at z = H An elastic medium of density ρ is confined between the cylindrical formwork and an internal cylindrical steel rebar defined by the boundary (r = rb) For the boundary condition, the Tresca conditions are imposed everywhere at the walls ( it is assumed that the shear stress at the walls is equal to the yield stress τ00 as argued by Ovarlez and Roussel [7] and demonstrated in [8]) In order to compute the mean vertical stress σzz(z) in the formwork, the static equilibrium equation projected on the z axis on an horizontal slice of material confined between two coaxial rigid cylinders can be written: Evaluation of the structuration rate of SCC at rest The vane test The yield stress of the studied SCC was measured using a concrete rheometer equipped with a vane The vane geometry used in this study consisted of four 10 mm thick blades around a cylindrical shaft of 120 mm The blade height was 60 mm and the vane diameter was 250 The gap between the rotating tool and the external cylinder was equal to 90 mm which is sufficiently large to avoid any scaling effect due to the size of the gravel (Dmax = 10 mm here) Tests were performed for four different resting times after mixing on different samples from the same Of course, working with the same batch does not allow for the distinction between the non-reversible evolution of the behavior due to the hydration of the cement particles and the reversible evolution of the behavior due to thixotropy [9] and [10] It can however be noted that the final age of the studied system ( from the beginning of the mixing step to the last vane test measurement) was of the order of 70 Although Jarny et [13] have recently shown, using MRI velocimetry, that a period of around 30 min exists, for which irreversible effects have not yet become significant compared to reversible ones, the final age of the system in the present study was over this However, no strong stiffening nor softening of the sample was visually spotted nor measured as it will be shown Finally, the data analysis proposed by Estellé et [14] was used for the yield stress The plate test The plate test appears to be a very convenient method to monitor the apparent yield stress evolution of a thixotropic material with It was first developed and used in [8] but more details about its application to other materials than cement can be found in [15] The device is composed of a plate rigidly attached below a The plate is lowered into a vessel containing the SCC ( F 2) The apparent mass of the plate is continuously monitored versus time by recording the balance output with a The balance measurements have an uncertainty of ± 01 The vessel was made of smooth PVC and was cylindrical with a diameter of 200 mm and 200 mm in The plate was placed along the cylinder During the tests, the vessel was filled with material to a height of 200 The plate used was 3 mm thick, 75 mm wide and 100 mm It was covered with sand paper with an average roughness of 200 µ The sand paper was used to avoid any slippage between the material and the plate [8] The distance between the plate and the vessel walls was large enough compared to the size of the constitutive particles that the material can be considered as homogeneous [16] and [17] The height H of the immersed portion of the plate was measured before the start of the To ensure that all tests start with the suspension in similar condition, vibration was applied (frequency of 50 Hz, amplitude of 5 mm) for 30 This step is critical in order to ensure tests Variations between tests performed on the same material in the same experimental conditions were then less than 5% -------------------------------------------------------------------------------- Full-size image (22K) F Schematic of the plate View Within Article The plate test analysis is based on the fact that the slight deformation of the cement paste under its own weight allows for the transfer of a part of this weight to the plate by the mobilization of a shear stress on the This shear stress is equal to the maximum value physically acceptable, which is the yield stress (more details were given in [8], [15], [16] and [17]) The variation in apparent yield stress with time can then be calculated from the measured apparent mass evolution of the plate with time using the following relation: (9)Δτ0(t)=gΔM(t)/2Swhere ΔM(t) is the measured variation in the apparent mass of the plate and S is the immerged Laboratory cylindrical formworks Two columns were simultaneously filled with the studied SCC The columns were made of the same PVC covered with the same sand paper as the plate The columns inner diameters were equal to 100 Each column was 1300 mm The thickness of the plastic wall was 3 A 25 mm diameter steel bar was introduced in the second column (F 3)
[1] Allen H G and Bulson P SBackground to Bucking London Mcraw-Hill(UK) 1980 [2] D I Keli Lan Yang A Project Management Strategy and I China Machine Press 2002 (The first edition)
土木工程常用英文期刊集粹土木工程常用英文期刊集粹Chaos, Solit***** and Fractals Computer Methods in Applied Mechanics and Engineering Computers and Structures Engineering Structures European Journal of Mechanics - A/Solids Finite Elements in Analysis and Design International Journal of Non-Linear Mechanics International Journal of Solids and Structures Journal of Wind Engineering and Industrial Aerodynamics Probabilistic Engineering Mechanics Reliability Engineering and System Safety Soil Dynamics and Earthquake Engineering Structural Safety Thin-Walled Structures ASCE Journal of Engineering Mechanics Journal of Structural Engineering Academic Press Journal of Sound and Vibration IOS Press Shock and Vibration ASME Journal of Applied Mechanics Applied Mechanics Review John Wiley&S*****, L International Journal for Numerical Methods in Engineering, Earthquake Engineering and Structural Dynamics Spring-Verlag Archive of Applied Mechanics Computational Mechanics Structural Optimization Kluwer Academic Publishers Nonlinear Dynamics AIAA AIAA Journal ACI Structural Journal Canadian Journal of Civil Engineering Civil Engineering and Environmental Systems Structural engineering and Mechanics 所列期刊基本上都是属于SCI检索范围 属土木类的顶级刊物,搞科研不可不看哦田间阡陌2010-05-14 10:44我是搞桥梁抗震的：1 Bulletin of Earthquake Engineering(Springer)《地震工程通报》刊载地震工程研究方面的原始论文及跨学科文章。2 Bulletin of the Seismological Society of America (GSW)《美国地震学会通报》美国地震学会刊物，刊载地震学、地震工程及相关领域研究论文。在地震学核心刊物中排名第18。2004年影响因子IF：8123 Canadian Geotechnical Journal (Canada NRC) 《加拿大土工杂志》是世界上地球勘察领域的三大学术期刊之一。其内容涉及地层基础，挖掘，土壤资源，水坝，筑堤，斜坡，地下水利的新发展，岩石工程，地球化学，废物管理和输送，土壤冻结，结冰，下雪，海岸土壤以及地缘战略学。4 Clay Minerals (GSW) 《粘土矿物》刊载粘土与粘土矿物分析、物理与化学性质、地质与土壤研究以及粘土矿的利用等方面的研究论文。在矿物学核心刊物中排名第12位，2005年影响因子IF：1845 Computational Geosciences (Springer) 《计算地球科学》 刊载以数学模拟、仿真模拟、数据分析、形象化、反演等手段研究地球科学的高质量论文。6 Disasters (Wiley Black) 《灾害》刊载研究各种自然灾害（地震、洪水、热带风暴等）的预防政策制定及其实施等方面学术论文、实地研究文章、会议报告和书评。7 Earthquake Engineering and Structural Dynamics (Wiley) 《地震工程与结构动力学》 国际地震工程学会会刊。发表地震工程及其他动力负荷形式的研究文章，涉及地震频度、地面运动、土壤扩展与破坏、动力学分析方法、结构实验性能、震情分析等，兼载书评与会议消息。8 Natural Hazards (Springer) 《自然灾害》刊载自然灾害和技术性灾害的物理问题、灾难事件预测统计学、风险评价、灾害先兆的性质等方面的研究论文、评论、实例分析等，兼及相关的社会与政治问题及学术界动态。9 Natural Hazards Observer (NH R & A I Center) 《自然灾害观察者》报道地震、洪水等自然灾害的研究、计划与活动。10 Nonlinear Processes in G (AGU) 《地球物理学中的非线性过程》主要刊登以下两方面真正有创造性贡献的文章：动力学系统理论和应用非线性方法研究地球物理学基础问题。11Quarterly Journal of Engineering Geology & Hydrogeology (GSW) 《工程地质学与水文地质学季刊》伦敦地质学会（GSL）刊物，刊载地质学在土木工程、采矿及水资源开发等领域的应用论文与评论。2004年影响因子IF：8912Rock Mechanics and Rock Engineering (Springer) 《岩石力学与岩石工程》刊载工程地质学、岩石工程、土壤力学、岩石力学等领域的实验、理论和应用方面的研究论文。我看了一下楼主列出的期刊，里面没有的我就补充了一下，这里给出的是我常用到的，主要是地震学、灾害学、地震工程学方面，大家可以看一看。如果有重复的，可能是我没有看仔细，还请见谅。
可以利用web of science检索土木工程类的SCI期刊～
美国土木工程师学会（The American Society of Civil Engineers，简称ASCE）成立于1852年,至今已有150多年的悠久历史，是历史最久的国家专业工程师学会。现在，ASCE已是全球土木工程领域的领导者；所服务的会员来自159个国家超过13万的专业人员。为了鼓励在工程师之间分享更多的信息，ASCE已和其他国家的65个土木工程学会达成了合作协议。 ASCE也是全球最大的土木工程信息知识的出版机构，每年有5万多页的出版物。2012年学会出版物包括33种专业期刊、会议录，以及各种图书、委员会报告、实践手册、标准和专论等。ASCE出版的期刊大部分被SCI收录，其中，有11本期刊在2012年JCR收录118本土木工程类期刊中，总引用量排名前40名。 ASCE于2004年推出在线会议录（ASCE Online Proceedings），收录320多卷ASCE召开的土木工程国际会议文献。会议录注重于实际应用，为土木工程从业者和研究者提供对新兴技术和前沿技术发现的全面而深入的研究信息。ASCE会议录是土木工程领域的核心资源，并且无法从其他途径取得。ASCE期刊和会议录覆盖了土木工程专业的所有学科领域，包括：Aerospace （航空宇宙） Architectural （建筑设计） Coastal and Ocean （海岸和海洋）Construction （建筑工程实施） Energy （能源） Engineering Mechanics （工程力学）Environmental （环境） Geotechnical （地球技术） Hydraulic （水力学）Infrastructure （基础设施） Materials （材料） Management （工程项目管理）Professional Issues （建筑设施性能） Structural （结构） Transportation （运输）Urban Planning （城市规划） Water Resources （水资源） Computing in Civil Engineering （土木工程领域的计算机应用）
知道几个，但英文不会写。
国外著名土木工程相关期刊列表(SCI/EI)国际重要学术期刊推荐表序号 国际重要学术期刊名称（SCI、EI检索源）1 Advances in Structural Engineering2 ACI Journal of Materials3 ACI Structural Journal4 Automation in Construction5 Buildings and Structures6 Canadian Geotechnical Journal ISSN: 0008-36747 Canadian Journal of Civil Engineering8 Computational Mechanics9 Computers and Structures10 Computers and Geotechnics ISSN: 0266-352X11 Cement and Concrete Research12 Computer Methods in Applied Mechanics and Engineering13 Communications in Numerical Methods in Engineering14 Earthquake Engineering and Structural Dynamics15 Earthquake Spectrum16 Engineering Geology17 Engineering Analysis with Boundary Elements18 Engineering Structures19 Geotechnique ISSN:0016-850520 Ground Engineering21 Geotextiles and Geomembranes22 International Journal of Impact Engineering ISSN: 0734-743X23 International Journal for Numerical and Analytical Methods in Geomechanics ISSN: 0363-906124 International Journal for Numerical Methods in Engineering25 International Journal of Rock Mechanics and Mining Sciences ISSN: 1365-160926 International Journal of Solids and Structures27 International Journal of Steel Structures28 International Journal of Space Structures29 International Journal of the Geotechnical Structures30 Journal of Applied Mechanics, ASME31 Journal of Bridge Engineering , ASCE32 Journal of Computing in Civil Engineering, ASCE33 Journal of Composites for Engineering, ASCE34 Journal of Constructional Steel Research35 Journal of Engineering Mechanics, ASCE36 Journal of Geodynamics ISSN: 0264-370737 Journal of Geotechnical and Geoenvironmental Engineering, ASCE ISSN: 1019-24138 Journal of Sound and Vibration39 Journal of Steel & Composite Structures40 Journal of Structural Engineering, ASCE41 Journal of Wind Engineering & Industrial Aerodynamics Wind and Structures42 Journal of Construction and Management43 Preceding of Civil Engineering Bailing and Bridge Structures44 Reliability Engineering & System Safety ISSN: 0951-832045 Rock Mechanics and Rock Engineering ISSN: 0723-263246 Shock and Vibration ISSN: 1070-962247 Soils and Foundations ISSN: 0038-080648 Soil Dynamics and Earthquake Engineering49 Structural Engineers50 Structural Engineering and Mechanics51 The Structural Design of Tall Buildings52 Thin-walled Structures53 The Magazine of Concrete Research54 Tunnelling and Underground Space Technology55 Wind and Structures-An International Journal56 Finite Elements in Analysis and Design注：以上是否被SCI、EI检索期刊为准。 除以上学术期刊外，学科认为是国际重要学术期刊，且被SCI、EI检索，专家组可认定为国际重要学术期刊
（5 ） Strength criteria for isotropic rock material（1）Types of strength criterionA peak strength criterion is a relation between stress components which will permit the peak strengths developed under various stress combinations to be Similarly, a residual strength criterion may be used to predict residual strengths under varying stress In the same way, a yield criterion is a relation between stress components which is satisfied at the onset of permanent Given that effective stresses control the stress-strain behaviour of rocks, strength and yield criteria are best written in effective stress However, around most mining excavations, the pore-water will be low, if not zero, and so For this reason it is common in mining rock mechanics to use total stresses in the majority of cases and to use effective stress criteria only in special The data presented in the preceding sections indicate that the general form of the peak strength criterion should be （8）This is sometimes written in terms of the shear, and normal stresses, on a particular plane in the specimen:（9）Because the available data indicate that the intermediate principal stress, has less influence on peak strength than the minor principal stress, all of the criteria used in practice are reduced to the form (10)2 Coulomb’s shear strength criterionIn one of the classic paper of rock and of engineering science, Coulomb(1977) postulated that the shear strengths of rock and of soil are made up of two part – a constant cohesion and a normal stress-dependent frictional (Actually, Coulomb presented his ideas and calculations in terms of forces; the differential concept of stress that we use today was not introduced until the ) Thus, the shear strength that can be developed on a plane such as ab in figure 22 is（11）Where c=cohesion and Ф= angle of internal Applying the stress transformation equation to the case shown in figure 22 givesAnd Substitution for and s = τ in equation 11 and rearranging gives the limiting stress condition on any plane defined by β as（12） There will be a critical plane on which the available shear strength will be first reaches as б1 is The Mohr circle construction of Figure 4023a given the orientation of this critical plane as （13）This result may also be obtained by putting d(s-τ)/dβ = 0 For the critical plane, sin2β = cosФ, cos2β = -sinФ, and equation 12 reduces to （14）This linear relation between and the peak value of is shown in Figure Note that the slope of this envelope is related to Ф by the equation（15）And that the uniaxial compressive strength is related to c and Ф by （16） If the Coulomb shown in Figure 23b is extrapolated to = 0, it will intersect the axis at an apparent value of uniaxial strength of the material given by （17）The measurement of the uniaxial tensile strength of rock is fraught with However, when it is satisfactorily measured, it takes values that are generally lower than those predicted value of uniaxial tensile stress, = Although it is widely used, Coulomb’s criterion is not a particularly satisfactory peak strength criterion for rock The reasons for this are:(a) It implies that a major shear fracture exist at peak Observations such as those made by Wawersik and Fairhurst(1970) show that is not always the (b) It implies a direction of shear failure which does not always agree with experimental (c) Experimental peak strength envelopes are generally non- They can be considered linear only over limited ranges of or For these reasons, other peak strength criteria are preferred for intact However, the Coulomb criterion can provide a good representation of residual strength conditions, and more particularly, of the shear strength of discontinuities in rock (section 7)3 Griffith crack theoryIn another of the classic papers of engineering science, Griffith (1921) postulated that fracture of brittle materials, such as steel and glass, is initial at tensile stress concentrations at the tips of minute, thin cracks (now referred to as Griffith based his determination of the conditions under which a crack would extend on his energy instability concept: A crack will extend only when the total potential energy of the system of applied forces and material decreases or remains constant with an increase in crack ROCK STRENGTH AND DEFORMABILITY For the case in which the potential energy of the applied forces is taken to be constant throughout, the criterion for crack extension may be written (19)Where c is a crack length parameter, We is the elastic energy stored around the crack and Wd is the surface energy of the crack Griffith (1921) applied this theory to the extension of an elliptical crack of initial length 2c that is perpendicular to the direction of loading of a plate of unit thickness subjected to a uniaxial tensile stress, б He found that the crack will extend when （20）Where α is the surface energy per unit area of the crack surfaces (associated with the rupturing of atomic bonds when the crack is formed), and E is the Young’s modulus of the uncracked It is important to note that it is the surface energy, α, which is the fundamental material property involved Experimental studies show that, for rock, a preexisting crack does not extend as a single pair of crack surface, but a fracture zone containing large numbers of very small cracks develops ahead of the propagating crack 9FIGURE 25) In this case, it is preferable to treat α as an apparent surface energy to distinguish it from the surface energy which may have a significantly smaller It is difficult, if not impossible, to correlate the results of different types of direct and indirect tensile test on rock using the average tensile stress in the fracture zone as the basic material For this reason, measurement of the ‘tensile strength’ of rock has not been discussed in this However, Hardy(1973) was to obtain good correlation between the results of a rang of tests involving tensile fracture when the apparent surface energy was used as the unifying material Griffith (1924) extended his theory to the case of applied compressive Neglecting the influence of friction on the cracks which will close under compression, and assuming the elliptical crack will propagate from the points of maximum tensile stress concentration (P IN Figure 26), Griffith obtained the following criterion for crack extension in plane compression:（20）Where is the uniaxial tensile strength of the uncracked material (a positive number) This criterion can also be expressed in terms of the shear stress, τ , and the normal stress, acting on the plane containing the major axis of the crack:（21） The envelopes given by equations and 21 are shown in Figure Note that this theory predicts that the uniaxial compressive compressive stress at crack extension will always be eight times the uniaxial tensile